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Structures using wood-frame shear walls or wood-frame diaphragms to resist wind, seismic or other lateral loads shall be designed and constructed in accordance with AWC SDPWS and the applicable provisions of Sections 2305, 2306 and 2307.

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The deflection of woodframe diaphragms shall be determined in accordance with AWC SDPWS. The deflection (Δ) of a blocked wood structural panel diaphragm uniformly fastened throughout with staples is permitted to be calculated in accordance with Equation 23-1. If not uniformly fastened, the constant 0.188 (For SI: 1/1627) in the third term shall be modified by an approved method.

where:

A

=

Area of chord cross section, in square inches (mm2).

b

=

Diaphragm width, in feet (mm).

E

=

Elastic modulus of chords, in pounds per square inch (N/mm2).

en

=

Staple deformation, in inches (mm) [see Table 2305.2(1)].

Gt

=

Panel rigidity through the thickness, in pounds per inch (N/mm) of panel width or depth [see Table 2305.2(2)].

L

=

Diaphragm length, in feet (mm).

v

=

Maximum shear due to design loads in the direction under consideration, in pounds per linear foot (plf) (N/mm).

Δ

=

The calculated deflection, in inches (mm).

Σ(ΔcX)

=

Sum of individual chord-splice slip values on both sides of the diaphragm, each multiplied by its distance to the nearest support.

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The deflection of wood-frame shear walls shall be determined in accordance with AWC SDPWS. The deflection (Δ) of a blocked wood structural panel shear wall uniformly fastened throughout with staples is permitted to be calculated in accordance with Equation 23-2.

where:

A

=

Area of boundary element cross section in square inches (mm2) (vertical member at shear wall boundary).